CN113175089A - Construction method of large-span heavy cantilever truss - Google Patents
Construction method of large-span heavy cantilever truss Download PDFInfo
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- CN113175089A CN113175089A CN202110448047.4A CN202110448047A CN113175089A CN 113175089 A CN113175089 A CN 113175089A CN 202110448047 A CN202110448047 A CN 202110448047A CN 113175089 A CN113175089 A CN 113175089A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/342—Structures covering a large free area, whether open-sided or not, e.g. hangars, halls
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
- E04G21/00—Preparing, conveying, or working-up building materials or building elements in situ; Other devices or measures for constructional work
- E04G21/14—Conveying or assembling building elements
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Abstract
The invention relates to the technical field of building construction, in particular to a construction method of a large-span heavy cantilever truss, which comprises the following steps of installing a first-stage temporary support at the lower part; a hanging beam is arranged above the primary temporary support; installing an overhanging truss above the hanging structure; installing a side truss outside the cantilever truss and installing a hanging column between the lower chord of the cantilever truss and the hanging beam; installing a stay cable between the lower chord and the upper chord of the cantilever truss to perform prestress tensioning on the cantilever truss; dismantling the temporary support, and installing a curtain wall truss on the outer side of the side truss; and (5) installing a roof structure, and pouring a truss concrete floor to finish the construction of the cantilever truss. Through the installation of the primary temporary support, the installation of the hanging beam is convenient. Through the setting of the temporary support of second grade, played the purpose of supporting the truss of encorbelmenting, solved simultaneously and hung the unable pressurized problem of post installation. The construction method is simple and convenient, and the construction quality is easy to control.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to a construction method of a large-span heavy cantilever truss.
Background
In recent decades, with the rapid increase of activities such as exhibition, entertainment, sports, etc., the progress of building technology and the continuous emergence of new materials, various spatial structure forms such as net racks, net shells, thin shells, suspension cables, etc. have been widely applied and developed at a rapid pace.
In actual engineering, due to the requirements of the use functions of buildings, some irregular buildings can appear, such as overhanging or suspended structure systems, the overhanging or suspended structure systems are steel truss systems, the upper chord and the lower chord of each truss are respectively overhanging the outer sides of the floors of the two adjacent main structures, and the steel truss structure has the characteristics of large volume, complex structure, high construction precision requirement, large construction risk and the like. And the overall stability is poor, so that the earthquake-resistant performance of the structure is reduced, and therefore, the construction of an overhanging or suspended structure system is a difficult problem in the field of buildings.
The construction of current overhanging or suspended structure generally does: the embedded bracket in relevant position when the building structure major structure is under construction, treat that concrete major structure accomplishes and intensity reaches 100% back, utilize the tower crane hoist and mount steel structural component to set up construction scaffold frame from ground and carry out steel construction installation to steel construction place floor, such mode because the scaffold frame sets up highly limitedly, generally only is applicable to the ground height not high, the not high condition of whole building structure, and not only danger is higher, and construction quality is difficult to control, does not conform to the structure atress characteristics moreover.
The other construction method is a construction method from top to bottom, which comprises the following steps: and hoisting the steel structural member by using a tower crane and constructing from the roof to the floor where the cantilever steel beam is located by using the hanging basket. The construction mode still has the defects of high danger, difficult control of construction quality and the like.
Disclosure of Invention
The invention aims to solve the problems that construction of an overhanging or suspended structure is high in risk and construction quality is difficult to control in the prior art, and provides a construction method of a large-span heavy overhanging truss.
In order to achieve the above purposes, the technical scheme adopted by the invention is as follows:
one object of the invention is to provide a construction method of a large-span heavy cantilever truss, which comprises the following steps:
1) lower primary temporary support installation;
2) installing a hanging structure above the primary temporary support, and horizontally welding a hanging beam of the hanging structure before the side edge of the cross-layer truss;
3) taking the hanging beam as a supporting platform, installing a secondary temporary support above the hanging beam, installing an overhanging truss above the secondary temporary support, sequentially installing a lower chord, a vertical web member, an upper chord member and an inclined web member of the overhanging truss, and fixing by spot welding;
4) installing a side truss outside the cantilever truss, installing a hanging column of a hanging structure between the lower chord of the cantilever truss and the hanging beam, and welding and fixing;
5) installing a stay cable between the lower chord and the upper chord of the cantilever truss to perform prestress tensioning on the cantilever truss (3);
6) dismantling the first-stage temporary support and the second-stage temporary support, and installing a curtain wall truss on the outer side of the side truss;
7) and mounting the roof structure, and pouring a truss concrete floor slab to finish the construction of the cantilever truss.
Optionally, in the construction method of the large-span heavy cantilever truss, the cantilever truss is prestressed and tensioned by at least two stages, the first stage of tensioning is 60% of a design value, and the second stage of tensioning is 100% of the design value.
Optionally, in the construction method of the large-span heavy cantilever truss, the first-stage temporary support and the second-stage temporary support are disassembled after the first-stage tensioning and before the second-stage tensioning.
Optionally, in the construction method of the large-span heavy cantilever truss, the stay cables are double-inclined stay cables, and the two stay cables are arranged in parallel and at intervals;
the two ends of the double-inclined stay cable are respectively provided with an end, one of the ends of the stay cables is connected to the second mounting structure at one end of the cantilever truss lower chord far away from the cross-layer truss, and the other end is connected to the first mounting structure at the top end of the truss upright rod at the joint of the cross-layer truss and the upper chord member.
Optionally, in the construction method of the large-span heavy cantilever truss, deformation measurement is required after the hanging beam is installed and welded and after the side truss and the hanging column are installed and welded.
Optionally, in the construction method of the large-span heavy overhanging truss, pin roll gusset plates are respectively arranged at two ends of the hanging column, and connecting plates matched with the respective corresponding pin roll gusset plates are respectively arranged at the bottom of one end of the lower chord of the overhanging truss, which is far away from the cross-layer truss, and on the hanging beam;
the hanging column is suitable for penetrating through the corresponding pin shaft node plate and the corresponding connecting plate through a pin shaft to be connected with the lower chord of the cantilever truss and the hanging beam.
Optionally, in the construction method of the large-span heavy cantilever truss, a groove extending in the axial direction of the secondary temporary support is formed in the outer side of the connection point of the hanging beam and the primary temporary support and the secondary temporary support, and the pin shaft gusset plate, which is connected with the hanging column and the hanging beam, is suitable for being embedded in the groove and welded and fixed.
Optionally, in the construction method of the large-span heavy cantilever truss, the secondary temporary support and the primary temporary support are on the same vertical line; and/or
The outer side surface of the hanging beam is parallel to the end part, far away from the cross-layer truss, of the lower chord of the cantilever truss.
Optionally, in the construction method of the large-span heavy cantilever truss, the cross section of the side truss and the diagonal web member at the end of the cantilever truss, which is far away from the cross-layer truss, form a parallelogram structure.
Optionally, in the construction method of the large-span heavy overhanging truss, the outer edge profile of the curtain wall truss is in a circular arc shape.
Compared with the prior art, the invention has the following beneficial effects:
1. the construction method of the large-span heavy cantilever truss is convenient for the installation of the hanging beam through the installation of the first-stage temporary support. Through the setting of the temporary support of second grade, played the purpose that carries out the temporary support of first grade to the truss of encorbelmenting, also solved simultaneously and hung the unable pressurized problem of post installation. The prestressed tensioning is carried out through the stay cables, the purpose of auxiliary bearing of the load of the cantilever truss is achieved, the side truss and the curtain wall truss are convenient to install, the construction method is simple and convenient, and the construction quality is easy to control.
2. According to the construction method of the large-span heavy cantilever truss, the stay cable is subjected to prestress tensioning by at least two stages, and the deformation condition of the cantilever truss structure can be observed after partial tensioning, so that the stress of the cantilever truss structure is more reasonable, and the safety and the construction quality in the construction process are ensured.
3. According to the construction method of the large-span heavy cantilever truss, the two ends of the stay cable are respectively connected with the first mounting structure of the cross-layer truss and the second mounting structure of the lower chord of the cantilever truss through the first mounting structure and the second mounting structure, so that the contact area of the stay cable with the cantilever truss and the connection node of the cross-layer truss is larger, the stress of the node is dispersed, and the structural stability of the node is higher.
4. According to the construction method of the large-span heavy cantilever truss, the hanging column, the lower chord of the cantilever truss and the hanging beam form the pin shaft node through the pin shaft node plate and the connecting plate, so that the contact area of the node position is increased, the stress of the node is dispersed, and the stability is higher.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and other drawings can be obtained by those skilled in the art without creative efforts.
Fig. 1 is a schematic structural view of the first-stage temporary support installation of the construction method of the large-span heavy overhanging truss structure in the embodiment of the invention;
FIG. 2 is a schematic structural view of installation of a hanging beam in the construction method of the large-span heavy cantilever truss structure according to the embodiment of the present invention;
FIG. 3 is a structural schematic diagram of secondary temporary support and cantilever truss bottom chord installation of the construction method of the large-span heavy cantilever truss structure in the embodiment of the invention;
fig. 4 is a schematic structural view illustrating installation of vertical web members and upper chords of an overhanging truss in the construction method of the large-span heavy overhanging truss structure in the embodiment of the invention;
FIG. 5 is a schematic structural view of installation of a diagonal web member, a side truss and a hanging column of the cantilever truss in the construction method of the large-span heavy cantilever truss structure in the embodiment of the present invention;
FIG. 6 is a schematic structural diagram of stay cable tensioning in the construction method of the large-span heavy cantilever truss structure in the embodiment of the present invention;
FIG. 7 is a schematic structural diagram of installation of a curtain wall truss according to the construction method of the large-span heavy overhanging truss structure in the embodiment of the invention;
FIG. 8 is a schematic view of the mounting structure of the large-span heavy overhanging truss structure construction method after the first-stage temporary support and the second-stage temporary support are disassembled;
fig. 9 is a schematic structural view of a roof outlet structure and a poured concrete floor slab of the construction method for the large-span heavy overhanging truss structure in the embodiment of the invention;
fig. 10 is a schematic structural view of a connection node between a stay cable and a truss upright of a cross-layer truss in the construction method of the large-span heavy cantilever truss structure according to the embodiment of the present invention;
FIG. 11 is a schematic structural view of the first mounting structure of FIG. 10 with one of the first risers omitted;
fig. 12 is a schematic structural view of a connection node between a stay cable and a lower chord of an overhanging truss in the construction method of the large-span heavy overhanging truss structure in the embodiment of the present invention.
Description of reference numerals:
1. primary temporary support; 2. a hanging structure; 21. hanging a beam; 22. hanging the column; 3. a cantilever truss; 31. a cantilever truss lower chord; 32. an upper chord; 33. a web erecting rod; 34. a diagonal web member; 4. a side truss; 5. secondary temporary support; 6. a stay cable; 7. a curtain wall truss; 8. getting out of the roof structure; 9. a truss concrete floor; 10. a cross-layer truss; 101. erecting a truss; 11. a ground surface; 12. a first mounting structure; 120. a first anchoring structure; 121. a first vertical plate; 122. a first reinforcing plate; 13. a second mounting structure; 130. a second anchoring structure; 131. a second vertical plate; 132. a second reinforcing plate.
Detailed Description
The technical solutions of the present invention will be described clearly and completely with reference to the accompanying drawings, and it should be understood that the described embodiments are some, but not all embodiments of the present invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1 to 12, the large-span heavy overhanging truss structure of the embodiment includes a hanging structure, the hanging structure includes hanging beams 21 and hanging columns 22, overhanging trusses 3, stay cables 6, edge trusses 4, curtain wall trusses 7 and truss concrete floors 9. The hanging beam 21 is horizontally welded and fixed on the outer side of the cross-layer truss 10. The cantilever truss 3 comprises a cantilever truss lower chord 31 welded and fixed with the cross-layer truss 10, an upper chord 32 arranged in parallel with the cantilever truss lower chord 31, and a web member 33 and a diagonal web member 34 welded and fixed between the cantilever truss lower chord 31 and the upper chord 32. The secondary temporary support 5 is vertically arranged between the lower chord 31 of the cantilever truss and the hanging beam 21. One end of the stay cable 6 is connected to the top end of a truss upright rod connected with the cross-layer truss 10 and the cantilever truss 3, and the other end is connected to the end part, far away from the cross-layer truss 10, of the cantilever truss lower chord 31. The side truss 4 is arranged on one side of the cantilever truss 3 far away from the cross-layer truss 10. The curtain wall truss 7 is hung outside the side truss 4. The truss concrete floor 9 is cast over the upper chord 32 of the cantilever truss 3 and the edge truss 4. Through the arrangement of the stay cables 6, the load of the cantilever truss 3 is assisted to be borne by the structure of the cross-layer truss 10 which is installed in advance.
The construction method of the large-span heavy cantilever truss comprises the following steps:
1) installing a lower primary temporary support 1;
2) installing a hanging structure 2 above the primary temporary support 1, and horizontally welding a hanging beam 21 of the hanging structure 2 before the side edge of the cross-layer truss 10;
3) mounting a secondary temporary support above the hanging beam 21 and a cantilever truss 3 above the secondary temporary support by taking the hanging beam 21 as a supporting platform, sequentially mounting a lower chord 31, a vertical web member 33, an upper chord member 32 and an inclined web member 34 of the cantilever truss, and fixing by spot welding;
4) installing an edge truss 4 on the outer side of the cantilever truss 3, installing a hanging column 22 between a lower chord 31 of the cantilever truss and a hanging beam 21, and welding and fixing;
5) a stay cable 6 is arranged between the lower chord 31 and the upper chord 32 of the cantilever truss to carry out prestress tensioning on the cantilever truss 3;
6) dismantling the primary temporary support 1 and the secondary temporary support 5, and installing a curtain wall truss 7 on the outer side of the side truss 4;
7) and (6) installing a roof structure 8, and pouring a truss concrete floor slab 9 to finish the construction of the cantilever truss.
Optionally, the cantilever truss 3 is prestressed and tensioned by at least two stages, such as two stages, three stages, and the like, in this embodiment, two-stage tensioning is preferably adopted, specifically, the first stage tensioning is 60% of the design value, and the second stage tensioning is 100% of the design value. So design can be so that the structure atress is more reasonable, compares in one-level stretch-draw, adopts at least two-stage stretch-draw can be after stretch-draw some, observes the deformation condition of structure, adjusts follow-up stretch-draw number of times according to the deformation condition. The inventor verifies through simulation calculation and site construction that the structure obtained by adopting two-stage tensioning has the best stress, namely the first-stage tensioning is 60% of the design value, then the first-stage temporary support and the second-stage temporary support are disassembled, and after the structural deformation condition is observed to be in accordance with the specification, the second-stage tensioning is carried out, namely the second-stage tensioning is 100% of the design value. Therefore, the installation of the edge truss and the curtain wall truss outside the cantilever truss is more facilitated.
Optionally, the primary temporary supports 1 and the secondary temporary supports 5 are removed after the primary tensioning and before the secondary tensioning. It should be noted that before the first-stage temporary support 1 and the second-stage temporary support 5 are disassembled, all field welds in the cantilever truss 3 should be subjected to unified re-inspection, so that the quality of all welds is guaranteed to be qualified. It should be noted that the secondary temporary support and the primary temporary support are on the same vertical line.
Alternatively, as shown in fig. 10 to 12, the stay cable 6 is a double-inclined cable, and the two stay cables 6 are arranged in parallel and at an interval. Two ends of the double-inclined stay cable are respectively provided with an end head, one end head of any stay cable 6 is connected to the second mounting structure 13 at one end of the lower chord far away from the cross-layer truss 10, and the other end head is connected to the first mounting structure 12 at the top end of the truss upright rod 101 at the joint of the cross-layer truss 10 and the upper chord 32. Specifically, for the first mounting structure 12, the first mounting structure 12 includes two first vertical plates 121 disposed at two sides of the top end of the truss vertical rod 101 at intervals, that is, the front and back sides as shown in fig. 11, and at least one first reinforcing plate 122 connected between the two first vertical plates 121, the first vertical plates 121 are welded and fixed to the truss vertical rod 101, and the first reinforcing plate 122 is welded and fixed to the two first vertical plates 121. The first anchoring structure 120 includes two first vertical plates 121 rotatably mounted thereon. Optionally, the cross section of the first vertical plate 121 is trapezoidal. Such as a right angle trapezoid. The second mounting structure 13 includes two second vertical plates 131 that are disposed at two opposite sides of one end of the hanging beam 21 far away from the truss vertical rod 101, that is, at two front and rear sides as shown in fig. 12, and at least one second reinforcing plate 132 connected between the two second vertical plates 131, the second vertical plates 131 are welded and fixed to the hanging beam 21, the top ends of the second vertical plates 131 extend out of the top end of the hanging beam 21, and the second reinforcing plate 132 is welded and fixed to the two second vertical plates 131. The second anchoring structures 130 include two and are respectively rotatably mounted on the two second vertical plates 131. Optionally, the cross section of the second vertical plate 131 is trapezoidal. Such as a right angle trapezoid.
Optionally, pin roll node plates are respectively arranged at two ends of the hanging column 22, connecting plates matched with the respective corresponding pin roll node plates are respectively arranged at the bottom of one end of the overhanging truss lower chord 31 far away from the cross-layer truss 10 and on the hanging beam 21, and the hanging column 22 is suitable for being connected with the overhanging truss lower chord 31 and the hanging beam 21 by the pin roll penetrating through the corresponding pin roll node plates and the corresponding connecting plates. By adopting the node connection structure of the pin roll node plate, the hanging column 22 can carry out auxiliary support on the cantilever truss 3 when the stay cable 6 is not stretched, can better adapt to the stretching direction when the stay cable 6 is stretched, and reduces the stress at the node. In the embodiment, the upright mounting process that the secondary temporary support 5 is firstly mounted between the hanging beam 21 and the lower chord 31 of the cantilever truss to carry out primary temporary support and then the hanging column 22 is mounted is adopted, so that the problem that the hanging column 22 cannot be pressed is solved.
Optionally, a slot extending along the axial direction of the second-stage temporary support 5 is formed in the outer side of the connecting point of the hanging beam 21, which is located at the first-stage temporary support 1 and the second-stage temporary support 5, and the pin shaft gusset plate of the hanging column 22 connected with the hanging beam 21 is suitable for being embedded in the slot and is welded and fixed. Optionally, the hanging beam 21 of this embodiment is a steel box beam, and the slot longitudinally penetrates through the upper and lower flange plates of the steel box beam. The problem of adopt the mode of direct welding to lead to the node area of contact little among the prior art, stress concentration leads to the impaired destruction of node, causes the risk that whole structure collapses. By adopting the slotting, the contact area of the node position can be increased, and the stress on the node position can be dispersed. It should be noted that, in the present embodiment, a total station is used to measure the node position. Optionally, the outer side surface of the hanging beam 21 is flush with the end of the overhanging truss lower chord 31 far away from the cross-layer truss 10. That is, the hanging beam 21 is connected to the bottom of the outer end of the lower chord 31 of the cantilever truss. And the secondary temporary support 5 is supported inside the outer end of the cantilever truss lower chord 31.
Optionally, the cross section of the side truss 4 and the diagonal web members 34 at the end of the cantilever truss 3 away from the cross-layer truss 10 form a parallelogram structure. Specifically, the parallelogram structure comprises two triangle-shaped structures, and the stability of triangle-shaped structure is higher, when improving structural stability, can also improve the aesthetic property.
Optionally, the outer contour of the curtain wall truss 7 is circular arc. The aesthetic appearance of the structure can be improved.
Optionally, after the hanging beam 21 is installed and welded, and after the cantilever truss 3 diagonal web member 34, the hanging column 22 and the side truss 4 are installed and welded, deformation measurement is required. The specific measurement method is not described or limited in detail, and is an existing conventional measurement method. For the installation of a heavy cantilever structure, the cantilever structure must meet the design and use requirements of deflection deformation, and the deformation of the cantilever structure cannot meet the design and specification requirements easily, so that accurate real-time monitoring measures should be taken in the construction process, and the deformation can be effectively controlled.
It should be noted that a jack and an adjusting steel plate are arranged at the top of the primary temporary support 1, that is, at the end in contact with the hanging beam 21, and the bottom of the primary temporary support 1 is fixed on the ground 11.
It should be noted that the hanging beam 21, the secondary temporary support 5, the cantilever truss lower chord 31, the upper chord 32, the vertical web members 33, the diagonal web members 34, the side truss 4, the curtain wall truss 7 and the roof outlet structure 8 of the embodiment are all hoisted to a required height by a tower crane for construction. And the vertical web members 33, the lower chord 31 and the upper chord 32 of the cantilever truss are welded by spot welding.
It should be noted that, in the present embodiment, the cross-layer truss 10, the cantilever truss 3, and the curtain wall truss 7 are integrally pre-assembled in a factory before leaving the factory, and the truss machining error is timely corrected. In the construction process, the factors such as the axis, the perpendicularity, the elevation, the welding seam clearance and the like of the left truss and the right truss are comprehensively considered when the cantilever truss 3 and the curtain wall truss 7 are corrected, so that the deviation value of each item is ensured to meet the design and specification requirements. Hang the setting of the suspended structure 2 that roof beam 21 and second grade supported 5 temporarily, solved the problem that hanging post 22 can not install, support 1 temporarily through the first level and be convenient for the installation and hang roof beam 21 temporarily, support 5 temporarily through hanging roof beam 21 and second grade and be convenient for the installation and hang post 22 and the truss 3 of encorbelmenting, through the 6 prestressing force tensioning of suspension cable, make the structure atress of truss 3 of encorbelmenting more reasonable, conveniently carry out the construction installation of boundary truss 4 and curtain truss 7 in the truss 3 outside of encorbelmenting.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art should be considered to be within the technical scope of the present invention, and the technical solutions and the inventive concepts thereof according to the present invention should be equivalent or changed within the scope of the present invention.
Claims (10)
1. A construction method of a large-span heavy cantilever truss is characterized by comprising the following steps:
1) installing a lower primary temporary support (1);
2) installing a hanging structure (2) above the primary temporary support (1), and horizontally welding a hanging beam (21) of the hanging structure (2) before the side edge of the cross-layer truss (10);
3) the hanging beam (21) is used as a supporting platform, a secondary temporary support (5) is arranged above the hanging beam (21), an overhanging truss (3) is arranged above the secondary temporary support (5), and the lower chord (31), the vertical web members (33), the upper chord members (32) and the inclined web members (34) of the overhanging truss are sequentially arranged and fixed by spot welding;
4) installing a side truss (4) on the outer side of the cantilever truss (3), installing a hanging column (22) of a hanging structure (2) between a lower chord (31) of the cantilever truss and a hanging beam (21), and welding and fixing;
5) installing a stay cable (6) between the lower chord (31) and the upper chord (32) of the cantilever truss to perform prestress tensioning on the cantilever truss (3);
6) dismantling the primary temporary support (1) and the secondary temporary support (5), and installing a curtain wall truss (7) on the outer side of the side truss (4);
7) and installing a roof structure (8), and pouring a truss concrete floor (9) to finish the construction of the cantilever truss (3).
2. The construction method of the large-span heavy cantilever truss according to claim 1, wherein the prestressed tension of the cantilever truss (3) adopts at least two stages of tension, the first stage of tension is 60% of the design value, and the second stage of tension is 100% of the design value.
3. The construction method of the large-span heavy cantilever truss according to claim 2, wherein the primary temporary supports (1) and the secondary temporary supports (5) are disassembled after the primary tensioning and before the secondary tensioning.
4. The construction method of the large-span heavy cantilever truss according to claim 2 or 3, wherein the stay cables (6) are double-inclined stay cables, and the two stay cables (6) are arranged in parallel and at intervals;
the two ends of the double-inclined stay cable are respectively provided with an end, one of the stay cables (6) is connected to the second mounting structure (13) at one end of the cantilever truss lower chord (31) far away from the cross-layer truss (10), and the other end is connected to the first mounting structure (12) at the top end of the truss upright rod (101) at the joint of the cross-layer truss (10) and the upper chord (32).
5. A construction method for a large-span heavy cantilever truss according to any one of claims 1-4, wherein the deformation measurement is required after the installation and welding of the hanging beam (21) and the side truss (4) and the hanging column (22).
6. The construction method of the large-span heavy overhanging truss according to any one of claims 1-5, wherein pin roll gusset plates are respectively arranged at two ends of the hanging column (22), and connecting plates matched with the respective pin roll gusset plates are respectively arranged at the bottom of one end of the lower chord (31) of the overhanging truss, which is far away from the cross-layer truss (10), and on the hanging beam (21);
the hanging column (22) is suitable for penetrating through the corresponding pin shaft node plate and the corresponding connecting plate through a pin shaft to be connected with the cantilever truss lower chord (31) and the hanging beam (21).
7. The construction method of the large-span heavy overhanging truss according to claim 6, wherein a slot extending along the axial direction of the secondary temporary support (5) is formed on the outer side of the connection point of the hanging beam (21) and the primary temporary support (1) and the secondary temporary support (5), and the pin roll joint plate of the hanging column (22) connected with the hanging beam (21) is suitable for being embedded in the slot and fixed by welding; and/or
The outer side surface of the hanging beam (21) is parallel to the end part, far away from the cross-layer truss (10), of the lower (31) chord of the cantilever truss.
8. The construction method of a large-span heavy cantilever truss according to any one of claims 1-7, wherein the secondary temporary support (5) and the primary temporary support (1) are on the same vertical line.
9. A construction method of a large-span heavy cantilever truss according to any one of claims 1-8, wherein the cross section of the side truss (4) and the diagonal web members (34) of the cantilever truss (3) at the end far away from the cross-layer truss (10) form a parallelogram structure.
10. The construction method of the large-span heavy cantilever truss according to any one of claims 1-9, wherein the outer contour of the curtain wall truss (7) is a circular arc.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110448047.4A CN113175089A (en) | 2021-04-25 | 2021-04-25 | Construction method of large-span heavy cantilever truss |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202110448047.4A CN113175089A (en) | 2021-04-25 | 2021-04-25 | Construction method of large-span heavy cantilever truss |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114059669A (en) * | 2021-09-16 | 2022-02-18 | 北京市机械施工集团有限公司 | Self-rotating accumulated lifting method for large-span annular double-layer pipe truss |
| CN114319885A (en) * | 2022-01-14 | 2022-04-12 | 中建钢构天津有限公司 | Truss installation method |
| CN115559414A (en) * | 2022-09-27 | 2023-01-03 | 中铁广州工程局集团有限公司 | Construction method of cantilever steel truss on top layer of building |
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| CN101200916A (en) * | 2007-11-29 | 2008-06-18 | 浙江精工钢结构有限公司 | Construction method of prestressed suspension type building structure |
| CN107476581A (en) * | 2017-07-06 | 2017-12-15 | 中国十七冶集团有限公司 | A kind of steel construction bilayer cantilevered structure lifts installation method |
| CN112012340A (en) * | 2020-09-25 | 2020-12-01 | 中建一局集团第三建筑有限公司 | Suspension connection node for large-span cantilever steel truss and construction method thereof |
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| JP2004092389A (en) * | 2003-11-06 | 2004-03-25 | Takenaka Komuten Co Ltd | Space variable device |
| CN101200916A (en) * | 2007-11-29 | 2008-06-18 | 浙江精工钢结构有限公司 | Construction method of prestressed suspension type building structure |
| CN107476581A (en) * | 2017-07-06 | 2017-12-15 | 中国十七冶集团有限公司 | A kind of steel construction bilayer cantilevered structure lifts installation method |
| CN112012340A (en) * | 2020-09-25 | 2020-12-01 | 中建一局集团第三建筑有限公司 | Suspension connection node for large-span cantilever steel truss and construction method thereof |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114059669A (en) * | 2021-09-16 | 2022-02-18 | 北京市机械施工集团有限公司 | Self-rotating accumulated lifting method for large-span annular double-layer pipe truss |
| CN114319885A (en) * | 2022-01-14 | 2022-04-12 | 中建钢构天津有限公司 | Truss installation method |
| CN114319885B (en) * | 2022-01-14 | 2023-11-07 | 中建钢构天津有限公司 | Truss installation method |
| CN115559414A (en) * | 2022-09-27 | 2023-01-03 | 中铁广州工程局集团有限公司 | Construction method of cantilever steel truss on top layer of building |
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